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Connection Calcs Report

Company: - Josh Qnect -
Job Title: - Qnect Demo 2000 Tons -
Session Title: Baseline
Session Date: 2018-08-31 18:06:55
Model Name: Josh_Demo_2000_Tons.db1
B+Op Status: B+Op was disabled
Building Code: AISC-14
Design Type: LRFD
Engineering Units: Imperial
Bolt Catalog: ASTM Imperial
Profile Catalog: ASTM Imperial
Plate Material Grade Catalog: ASTM Imperial
Plate Thickness Catalog: Imperial
Detailing Distances Dimensions: Imperial
Materials:
Weld Shear Plate Angle Bm Web Doubler Plate Stabilizer Plate End Plate Col Moment Plate Col Stiffener Plate Col Web Doubler Plate
E70 A572-GR.50 A36 A572-GR.50 A572-GR.50 A572-GR.50 A572-GR.50 A572-GR.50 A572-GR.50

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Job Preferences Report  |  No Connections Summary  |  No Connections Detailed  |  No Connections Reference Map
 
Shear Plate Reports: Specs  Strengths (Shear Only Connections)  Strengths (Shear & Axial Connections)  Welds  Doublers
Single Angle Reports:  Specs  Strengths (Shear & Axial)  Welds  Doublers
Double Angle Reports:  Support Side Specs  Beam Side Specs  Strengths (Shear & Axial)  Welds  Doublers
Moment Reports:  Specs  Support Strengths  Support Reinforcement Strengths  Moment Plate Strengths  Welds
Moment Group Reports:  Doubler Plate Specs  Doubler Plate Welds  Stiffener / Moment Plate Specs  Stiffener / Moment Plate Welds

Connection Number:
bb.2bb.s.00229.00648
 
Main Calcs:
DOUBLE ANGLES Bolted to Beam, Bolted to Support CONNECTION SUMMARY

Girder profile: W18X40
Filler Beam profile: W21X57
Slope: 0.00 deg.
Skew: 90.00
Vertical Offset: 3.12
Horizontal Offset: 0.00
Span: 45.00 ft.
Reaction, V: 50.00 kips
Shear Capacity, Rn: 73.65 kips
Design/Reference according to AISC 14th Ed. - ASD
Beam material grade: A992
Support material grade: A992
Angle material grade: A36
Angle1 Profile: L5X3-1/2X5/16
       Length = 11.000 in.
       Beam side bolts: 4 rows x 1 column 0.75 in. Diameter A325N bolts
       Beam side bolt vertical spacing: 3 in.
       Support side bolts: 4 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Support side bolt vertical spacing: 3 in.
Angle2 Profile: L5X3-1/2X5/16
       Length = 11.000 in.
       Beam side bolts: 4 rows x 1 column 0.75 in. Diameter A325N bolts
       Beam side bolt vertical spacing: 3 in.
       Support side bolts: 4 rows x 1 column 0.75 in. Diameter A325N_TC bolts
       Support side bolt vertical spacing: 3 in.

Configuration Geometry:

Beam setback = 0.5 in.
Edge distance at vertical edge of beam: 1.75 in.
Edge distance at top edge of beam: 1.25 in.
Edge distance at bottom edge of beam: 5.35 in.
Top cope depth: 4.25 in.
Top cope length: 3 in.
Bottom cope depth: 1.25 in.
Bottom cope length: 3 in.

Horizontal distance to first hole: 2.25 in.

Bolted Angle Leg At Beam : 
Angle 1 Leg Distances : 
   Down distance from top of filler beam flange : 5.5 in.
   Edge distance at vertical edge : 1.25 in.
   Edge distance at top edge : 1.00 in.
   Edge distance at bottom edge : 1.00 in.

Angle 2 Leg Distances : 
   Down distance from top of filler beam flange : 5.5 in.
   Edge distance at vertical edge : 1.25 in.
   Edge distance at top edge : 1.00 in.
   Edge distance at bottom edge : 1.00 in.

Bolted Angle Leg At Support : 
Angle 1 Leg Distances : 
   Down distance from top of filler beam flange : 5.5 in.
   Gage at Bolt : 3.25 in.
   Edge distance at vertical edge : 1.95 in.
   Edge distance at top edge : 1.00 in.
   Edge distance at bottom edge : 1.00 in.

Angle 2 Leg Distances : 
   Down distance from top of filler beam flange : 5.5 in.
   Gage at Bolt : 3.25 in.
   Edge distance at vertical edge : 1.95 in.
   Edge distance at top edge : 1.00 in.
   Edge distance at bottom edge : 1.00 in.

Holes in Beam Web : STD diameter = 0.8125 in.
Holes in Beam Angle Leg : STD diameter = 0.8125 in.
Holes in Support Girder : STD diameter = 0.8125 in.
Holes in Support Angle Leg : SSL slot width = 0.8125 in., slot length = 1 in.
Bolt Strength Calcs:
BOLT STRENGTH SUPPORT SIDE:

Angle 1 Bolt Strength (at Shear Load Only):
Gage ratio:  gage1 ratio = gage2 / (gage1 + gage2) = 3.25 / (3.25 + 3.25) = 0.5
Required tension stress (frt) = gage1 ratio * axial reaction    / bolt row count / bolt area  = 0.500 * 0.000 / 4 / 0.442 = 0.000 ksi
Required shear stress   (frv) = gage1 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 50.00 / 4 / 0.44 = 14.15 ksi
C = no of bolts = 4.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 4.00 = 47.71 kips

Angle 1 Bolt Shear Strength Subtotal = 47.71 kips

Angle 2 Bolt Strength (at Shear Load Only):
Gage ratio:  gage2 ratio = gage1 / (gage1 + gage2) = 3.25 / (3.25 + 3.25) = 0.5
Required tension stress (frt) = gage2 ratio * axial reaction    / bolt row count / bolt area  = 0.500 * 0.000 / 4 / 0.442 = 0.000 ksi
Required shear stress   (frv) = gage2 ratio * vertical reaction / bolt row count  / bolt area  = 0.50 * 50.00 / 4 / 0.44 = 14.15 ksi
C = no of bolts = 4.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 4.00 = 47.71 kips

Angle 2 Bolt Shear Strength Subtotal = 47.71 kips


Total Support Side Bolt Shear Strength = min( Angle1 Bolt Shear/Gage1 Ratio , Angle2 Bolt Shear/Gage2 Ratio ) = min (95.43, 95.43) = 95.43 kips


BOLT STRENGTH BEAM SIDE:

At ShearPlane 1(Angle 1):
Bolt Strength:
C = no of bolts = 4.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 4.00 = 47.71 kips


At ShearPlane 2(Angle 2):
Bolt Strength:
C = no of bolts = 4.000
Using Table 7-1 to determine (1/omega) * rn:
Rn = (1/omega) * rn * C = 11.93 * 4.00 = 47.71 kips


Total Vertical Bolt Shear Strength = 
Min(ShearPlane 1 Shear Load Only / gage1 ratio, 
ShearPlane 2 Shear Load Only / gage2 ratio) = 
Min(47.71 / 0.5, 47.71 / 0.5) = 95.43 kips
Bolt Bearing Calcs:
BOLT BEARING AT BEAM SIDE:
Vertical Shear Only Load Case:
At ShearPlane 1
At Row 1, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 0.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/2) * 65.00 = 17.28 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 0.84 * (0.41/2) * 65.00 = 6.66 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/2) * 65.00 = 11.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.28, 6.66, 11.85) = 6.66 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 9.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.59 * 0.31 * 58.00 = 104.50 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 104.50, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 6.664, 16.339) = 6.66 kips/bolt


At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 3.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/2) * 65.00 = 17.28 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.84 * (0.41/2) * 65.00 = 30.36 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/2) * 65.00 = 11.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.28, 30.36, 11.85) = 11.85 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 6.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.59 * 0.31 * 58.00 = 71.82 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 71.82, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 11.846, 16.339) = 11.85 kips/bolt


At Row 3, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 6.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/2) * 65.00 = 17.28 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.84 * (0.41/2) * 65.00 = 54.05 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/2) * 65.00 = 11.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.28, 54.05, 11.85) = 11.85 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 3.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 11.846, 16.339) = 11.85 kips/bolt


At Row 4, At Column 1:
Ri1 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/2) * 65.00 = 17.28 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.84 * (0.41/2) * 65.00 = 77.74 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/2) * 65.00 = 11.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.28, 77.74, 11.85) = 11.85 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 0.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnbm, 1/omegaRnang1) = min(11.93, 11.846, 6.467) = 6.47 kips/bolt


Bearing Capacity at Shear Plane 1 = Sum{ Bearing At [(Row)i,(Column)i] } = 
6.664 + 11.846 + 11.846 + 6.467 = 36.82 kips

At ShearPlane 2
At Row 1, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 0.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/2) * 65.00 = 17.28 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 0.84 * (0.41/2) * 65.00 = 6.66 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/2) * 65.00 = 11.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.28, 6.66, 11.85) = 6.66 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 9.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.59 * 0.31 * 58.00 = 104.50 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 104.50, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 6.664, 16.339) = 6.66 kips/bolt


At Row 2, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 3.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/2) * 65.00 = 17.28 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 3.84 * (0.41/2) * 65.00 = 30.36 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/2) * 65.00 = 11.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.28, 30.36, 11.85) = 11.85 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 6.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.59 * 0.31 * 58.00 = 71.82 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 71.82, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 11.846, 16.339) = 11.85 kips/bolt


At Row 3, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 6.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/2) * 65.00 = 17.28 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 6.84 * (0.41/2) * 65.00 = 54.05 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/2) * 65.00 = 11.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.28, 54.05, 11.85) = 11.85 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 3.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 11.846, 16.339) = 11.85 kips/bolt


At Row 4, At Column 1:
Ri2 = 11.93 kips
Lcsbm at Beam spacing  = 2.19 in.
Lcebm at Beam edge    = 9.84 in.
1/omegaRnsbm at Beam spacing = 1/omega * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * 2.19 * (0.41/2) * 65.00 = 17.28 kips/bolt
1/omegaRnebm at Beam edge = 1/omega * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 9.84 * (0.41/2) * 65.00 = 77.74 kips/bolt
1/omegaRndbm on Beam at Bolt Diameter   = 1/omega * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.75 * (0.41/2) * 65.00 = 11.85 kips/bolt
Beam bearing capacity, 1/omegaRnbm = min(1/omegaRnsbm,1/omegaRnebm,1/omegaRndbm) = min(17.28, 77.74, 11.85) = 11.85 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 0.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri2, 1/omegaRnbm, 1/omegaRnang2) = min(11.93, 11.846, 6.467) = 6.47 kips/bolt


Bearing Capacity at Shear Plane 2 = Sum{ Bearing At [(Row)i,(Column)i] } = 
6.664 + 11.846 + 11.846 + 6.467 = 36.82 kips


BEARING AT BEAM SIDE SUMMARY:

Bearing Capacity at Beam and Double Angles at Vertical Shear Load Only, Rbv1 =
Min(Sum{ Bearing At Shear Plane 1  [(Row)i,(Column)i] } / Gage1 Ratio, 
    Sum{ Bearing At Shear Plane 2  [(Row)i,(Column)i] } / Gage2 Ratio ) = Min( 36.82/ 0.50, 36.82/ 0.50 ) = 73.65 kips

BOLT BEARING AT SUPPORT SIDE:
Angle 1, Vertical Shear Loading: 
At Row 1, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 15.12 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.32/1) * 65.00 = 26.87 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 15.12 * (0.32/1) * 65.00 = 185.73 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.32/1) * 65.00 = 18.43 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(26.87, 185.73, 18.43) = 18.43 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 0.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 18.427, 6.467) = 6.47 kips/bolt


At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 12.12 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.32/1) * 65.00 = 26.87 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 12.12 * (0.32/1) * 65.00 = 148.88 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.32/1) * 65.00 = 18.43 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(26.87, 148.88, 18.43) = 18.43 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 3.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 3, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 9.12 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.32/1) * 65.00 = 26.87 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 9.12 * (0.32/1) * 65.00 = 112.02 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.32/1) * 65.00 = 18.43 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(26.87, 112.02, 18.43) = 18.43 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 6.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.59 * 0.31 * 58.00 = 71.82 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 71.82, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 4, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 6.12 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.32/1) * 65.00 = 26.87 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 6.12 * (0.32/1) * 65.00 = 75.17 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.32/1) * 65.00 = 18.43 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(26.87, 75.17, 18.43) = 18.43 kips/bolt
Lcsang1 at Angle 1 spacing  = 2.19 in.
Lceang1 at Angle 1 edge    = 9.59 in.
1/omegaRnsang1 at Angle 1 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang1 at Angle 1 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.59 * 0.31 * 58.00 = 104.50 kips/bolt
1/omegaRndang1 on Angle 1 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 1 bearing capacity, 1/omegaRnang1 = min(1/omegaRnsang1,1/omegaRneang1,1/omegaRndang1) = min(23.83, 104.50, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang1) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


Bearing Capacity at Shear Plane  = Sum{ Bearing At [(Row)i,(Column)i] } = 
6.467 + 11.928 + 11.928 + 11.928 = 42.25 kips


BOLT BEARING AT SUPPORT SIDE:
Angle 2, Vertical Shear Loading: 
At Row 1, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 15.12 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.32/1) * 65.00 = 26.87 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 15.12 * (0.32/1) * 65.00 = 185.73 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.32/1) * 65.00 = 18.43 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(26.87, 185.73, 18.43) = 18.43 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 0.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.59 * 0.31 * 58.00 = 6.47 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 6.47, 16.34) = 6.47 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 18.427, 6.467) = 6.47 kips/bolt


At Row 2, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 12.12 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.32/1) * 65.00 = 26.87 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 12.12 * (0.32/1) * 65.00 = 148.88 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.32/1) * 65.00 = 18.43 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(26.87, 148.88, 18.43) = 18.43 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 3.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 3.59 * 0.31 * 58.00 = 39.14 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 39.14, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 3, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 9.12 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.32/1) * 65.00 = 26.87 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 9.12 * (0.32/1) * 65.00 = 112.02 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.32/1) * 65.00 = 18.43 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(26.87, 112.02, 18.43) = 18.43 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 6.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.59 * 0.31 * 58.00 = 71.82 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 71.82, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


At Row 4, At Column 1:
Ri1 = 11.93 kips
Lcssupp at Support spacing  = 2.19 in.
Lcesupp at Support edge    = 6.12 in.
1/omegaRnssupp at Support spacing = 1/omega * hf1 * Lcs * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 2.19 * (0.32/1) * 65.00 = 26.87 kips/bolt
1/omegaRnesupp at Support edge = 1/omega * hf1 * Lce * (twsup/# bolt sides supported) * Fu = 0.50 * 1.20 * 6.12 * (0.32/1) * 65.00 = 75.17 kips/bolt
1/omegaRndsupp on Support at Bolt Diameter   = 1/omega * hf2 * db * (twsup/# bolt sides supported) * Fu = 0.50 * 2.40 * 0.75 * (0.32/1) * 65.00 = 18.43 kips/bolt
Support bearing capacity, 1/omegaRnsupp = min(1/omegaRnssupp,1/omegaRnesupp,1/omegaRndsupp) = min(26.87, 75.17, 18.43) = 18.43 kips/bolt
Lcsang2 at Angle 2 spacing  = 2.19 in.
Lceang2 at Angle 2 edge    = 9.59 in.
1/omegaRnsang2 at Angle 2 spacing = 1/omega * hf1 * Lcs * t * Fu = 0.50 * 1.20 * 2.19 * 0.31 * 58.00 = 23.83 kips/bolt
1/omegaRneang2 at Angle 2 edge = 1/omega * hf1 * Lce * t * Fu = 0.50 * 1.20 * 9.59 * 0.31 * 58.00 = 104.50 kips/bolt
1/omegaRndang2 on Angle 2 at Bolt Diameter   = 1/omega * hf2 * db * t * Fu = 0.50 * 2.40 * 0.75 * 0.31 * 58.00 = 16.34 kips/bolt
Angle 2 bearing capacity, 1/omegaRnang2 = min(1/omegaRnsang2,1/omegaRneang2,1/omegaRndang2) = min(23.83, 104.50, 16.34) = 16.34 kips/bolt
1/omegaRn = min(Ri1, 1/omegaRnsupp, 1/omegaRnang2) = min(11.93, 18.427, 16.339) = 11.93 kips/bolt


Bearing Capacity at Shear Plane  = Sum{ Bearing At [(Row)i,(Column)i] } = 
6.467 + 11.928 + 11.928 + 11.928 = 42.25 kips


Bearing At Support Side Summary:
Bearing Capacity = min(At Angle1 Shear Only/Gage1 Ratio, At Angle2 Shear Only/Gage2 Ratio) = min(42.25/0.50, 42.25/0.50) = 84.50 kips
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 21.1 - 4.25 - 1.25 = 15.6 in.
Gross Area (Shear) = [Web Depth] * tw = 15.60 * 0.41 = 6.32 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (15.60 - (4 * 0.88)) * 0.41 = 4.90 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 6.32 = 126.36 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 4.90 = 95.56 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block Shear (1)
Gross Shear Length = [edge dist. at beam edge] + ([# rows - 1] * [spacing]) = 1.25 + 9 = 10.25 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.0625) = 10.2 - (4 - 0.5) * 0.875 = 7.19 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 1.75 + (1 - 1) * 3 = 1.75 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.0625) = 1.75 - (1 - 0.5) * 0.875 = 1.31 in.
1. (1/omega) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.41 * ((0.60 * 65.00 * 7.19) + (1.00 * 65.00 * 1.31)) = 74.04 kips
2. (1/omega) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.41 * ((0.60 * 50.00 * 10.25) + (1.00 * 65.00 * 1.31)) = 79.54 kips
Block Shear = 74.04 kips

Block Shear (1) Total = Block Shear (1) = 74.04 kips


Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 3.66 in.
If beam is coped at both top and bottom flanges,

Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.41 in.
ho = 15.60 in.
c = 3.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 15.60 * 50.00^0.5 / (10 * 0.41 * (475.00 + 280.00 * (15.60/3.00)^2 )^0.5) = 0.30
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =1/omega * Fcr = 0.60 * 50.00 * 1.00 = 30.00 ksi
Snet1 (bolt holes not applicable) = 16.43 in^3
Snet2 (bolt holes applicable) = 16.43 in^3
Znet = 24.64 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 16.43 / 3.66 = 134.74 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 16.43 / 3.66 = 134.74 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 24.64 / 3.66 = 218.95 kips


Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
Eccentricity at Section, e = 2.41 in.
If beam is coped at both top and bottom flanges,

Using Eq. 9-14 through 9-18, Fcr = Fy * Q
tw = 0.41 in.
ho = 15.60 in.
c = 3.00 in.
lambda = (ho * Fy ^ 0.5) / ( 10 * tw * ( 475.00 + 280.00 * (ho / c)^2 ) ^0.5 ) = 
 = 15.60 * 50.00^0.5 / (10 * 0.41 * (475.00 + 280.00 * (15.60/3.00)^2 )^0.5) = 0.30
When lambda <= 0.70, Q=1
Q = 1.00
Fcrmin =1/omega * Fcr = 0.60 * 50.00 * 1.00 = 30.00 ksi
Snet1 (bolt holes not applicable) = 16.43 in^3
Snet2 (bolt holes applicable) = 12.44 in^3
Znet = 19.69 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 16.43 / 2.41 = 204.70 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 16.43 / 2.41 = 204.70 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 19.69 / 2.41 = 265.78 kips


Section Bending Strength Calculations Summary:

   Coped Beam Buckling and Flexure at Longest Cope (Top and Bottom Copes at Section)
   Buckling : 134.74 >= 50.00 kips (OK)
   Flexural Yielding : 134.74 >= 50.00 kips (OK)
   Flexural Rupture : 218.95 >= 50.00 kips (OK)

   Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top and Bottom Copes at Section)
   Buckling : 204.70 >= 50.00 kips (OK)
   Flexural Yielding : 204.70 >= 50.00 kips (OK)
   Flexural Rupture : 265.78 >= 50.00 kips (OK)
Double Angles Bolted Bolted Calcs:
Angle1 

Support Angle Leg 


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (11 - 1) = 10.00 in.
Net Shear Length = 10 - (3.5 * (0.812 + 1/16)) = 6.94 in.
Gross Tension Length = [edge dist.] = 1.95 in.
Net Tension Length = (1.95 - (1 + 1/16)/2) = 1.42 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 58.00 * 6.94) + (1.00 * 58.00 * 1.42)) = 50.68 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 36.00 * 10.00) + (1.00 * 58.00 * 1.42)) = 46.70 kips
Block Shear = 46.70 kips

Gross Area = 0.31 * 11.00 = 3.44 in^2
Net Area = (11.00 - (4 *(0.81 + 1/16)) * 0.31 = 2.35 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 3.44 = 49.58 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 2.35 = 40.85 kips


Beam Angle Leg 

Gross Area = 0.31 * 11.00 = 3.44 in^2
Net Area = (11.00 - (4 *(0.81 + 1/16)) * 0.31 = 2.35 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 3.44 = 49.58 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 2.35 = 40.85 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (11 - 1) = 10.00 in.
Net Shear Length = 10 - (3.5 * (0.812 + 1/16) = 6.94 in.
Gross Tension Length = [edge dist.] = 1.25 in.
Net Tension Length = (1.25 - (0.812 + 1/16)/2) = 0.81 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 58.00 * 6.94) + (1.00 * 58.00 * 0.81)) = 45.16 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 36.00 * 10.00) + (1.00 * 58.00 * 0.81)) = 41.18 kips
Block Shear = 41.18 kips



Angle2 

Support Angle Leg 


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (11 - 1) = 10.00 in.
Net Shear Length = 10 - (3.5 * (0.812 + 1/16)) = 6.94 in.
Gross Tension Length = [edge dist.] = 1.95 in.
Net Tension Length = (1.95 - (1 + 1/16)/2) = 1.42 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 58.00 * 6.94) + (1.00 * 58.00 * 1.42)) = 50.68 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 36.00 * 10.00) + (1.00 * 58.00 * 1.42)) = 46.70 kips
Block Shear = 46.70 kips

Gross Area = 0.31 * 11.00 = 3.44 in^2
Net Area = (11.00 - (4 *(0.81 + 1/16)) * 0.31 = 2.35 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 3.44 = 49.58 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 2.35 = 40.85 kips


Beam Angle Leg 

Gross Area = 0.31 * 11.00 = 3.44 in^2
Net Area = (11.00 - (4 *(0.81 + 1/16)) * 0.31 = 2.35 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fya * [Gross Area] = 0.67 * 0.6 * 36.00 * 3.44 = 49.58 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fua * [Net Area] = 0.50 * 0.6 * 58.00 * 2.35 = 40.85 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (11 - 1) = 10.00 in.
Net Shear Length = 10 - (3.5 * (0.812 + 1/16) = 6.94 in.
Gross Tension Length = [edge dist.] = 1.25 in.
Net Tension Length = (1.25 - (0.812 + 1/16)/2) = 0.81 in.
1. (1/omega) * [material thickness] * ((0.60 * Fua* [net shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 58.00 * 6.94) + (1.00 * 58.00 * 0.81)) = 45.16 kips
2. (1/omega) * [material thickness] * ((0.60 * Fya * [gross shear length]) + (Ubs * Fua * [net tension length])) 
    = 0.50 * 0.31 * ((0.60 * 36.00 * 10.00) + (1.00 * 58.00 * 0.81)) = 41.18 kips
Block Shear = 41.18 kips



Total Support Side Shear Yielding Capacity =  min(YieldAngle1/Gage1 Ratio, YieldAngle2/Gage2 Ratio) =  min(99.1584 , 99.1584) = 99.1584 kips
Total Support Side Shear Rupture Capacity =  min(RuptureAngle1/Gage1 Ratio, RuptureAngle2/Gage2 Ratio) = min(81.693 , 81.693) = 81.693 kips
Total Support Side Vertical Block Shear Capacity =  min(BlockAngle1/Gage1 Ratio, BlockAngle2/Gage2 Ratio) = min(93.4094 , 93.4094) = 93.4094 kips
Total Beam Side Shear Yielding Capacity =  min (YieldAngle1/Gage1 Ratio , YieldAngle2/Gage2 Ratio) = min(99.1584 , 99.1584) = 99.1584 kips
Total Beam Side Shear Rupture Capacity =  min (RuptureAngle1/Gage1 Ratio , RuptureAngle2/Gage2 Ratio) = min(81.693 , 81.693) = 81.693 kips
Total Beam Side Vertical Block Shear Capacity =  min (BlockAngle1/Gage1 Ratio , BlockAngle2/Gage2 Ratio) = min(82.3581 , 82.3581) = 82.3581 kips
Weld Calcs:
(Not applicable / No results )